REVIEWED BLD2024-0112+Structural_Calculations+1.18.2024_11.08.22_PM+4008301A K E V I E W
TRUCTURAL
206-914-9536
LakeviewSE@Outlook.com
REVIEWED
BY
CITY OF EDMONDS
STRUCTURAL CALCULATIONS
Calculated by Jon Conner, P.E., S.E.
Lakeview Structural Engineering
October 2023
Index to Calculations
2401 215th St SW, Edmonds, WA
Description Subcategory Page
Design Criteria General
Gravity Analysis Roof Load Distribution & roof sheathing 1
Roof and wall framing 2
Lateral Analysis Wind 3-4
Seismic 5
Roof Diaphragm & shear wall 6
10/13/2023
RECEIVED
�J11 25 2024
0-S
BLD2024-0112
Fiore Remodel
Structural Calculations
By Jon Conner, P.E., S.E.
Lakeview Structural Engineering
Design Criteria: 9401 215t" St SW, Edmonds, WA 98020
Lateral Loading parameters:
- Wind loads: 110 MPH, Exposure B (Suburban/Treed)
- Seismic:
o Sds = 1.026 g, Shc = 0.556 g
o Site Class D (Default)
Other design values used:
Occupancy Category: Single Family
Structural System: Wood framed shear walls
Concrete: 2500psi with 40,000 psi reinforcing
Structural Timber: DFL #2 or better
Glulam: 24F-V4 DF/DF
Framing timber: SPF or Hem Fir Stud grade
Tlaarl T .nnd-z-
Concrete: 150 pcf.
2x6 exterior walls: 12 psf
2x4 partition walls: 8 psf
Roof dead load: Total dead load = 12 psf. Includes: Roofing: 1.5 psf, 5/8-inch
sheathing: 2.0 psf, Trusses or Joists: 2.0 psf; Insulation: 0.5 psf; one layer
of 5/8 inch Gypboard: 3.0 psf; Miscellaneous mechanical: 3 psf.
Live Loads:
- Floors: 40 psf
- Decks: 60 psf
Snow Load: 25 psf
Design Codes and References:
2018 IBC, IRC for load calculations and general design criteria
ASCE 7-16 for load calculations and general design criteria
Concrete: ACI 318 — 14
Timber: ANSI / AF&PA NDS-2018 for Wood Construction
ASCE
AMERICAN SOCIM OF CIVIL ENGINEERS
Address:
9401 215th St SW
Edmonds, Washington
98020
ASCE 7 Hazards Report
Standard: ASCE/SE17-16 Latitude: 47.804529
Risk Category: II Longitude:-122.358587
Soil Class: D - Default (see Elevation: 366.14201433137345 ft
Section 11.4.3) (NAVD 88)
PA". A
ft 1.1 I �Y G
' •.. ;t RAN
cedar Si
Spr. St 1
a
r L 5 •�
y
2151h tit atV a
3 21 71n 5t SAY" �
Wind
rort,�mr�
r
f I I
Results:
Wind Speed 98 Vmph
10-year MRI 67 Vmph
25-year MRI 74 Vmph
50-year MRI 78 Vmph
100-year MRI 83 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2
Date Accessed: Wed Oct 11 2023
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2.
https://asce7hazardtoo1.onIine/ Page 1 of 3 Wed Oct 11 2023
E®
AMERICAN SOCIETY OF CIVIL ENGINEERS
Seismic
Site Soil Class: D - Default (see Section 11.4.3)
Results:
Ss
1.283
Sp1
N/A
S1
0.451
TL
6
Fa
1.2
PGA:
0.546
Fv
N/A
PGA M :
0.655
S Ms
1.539
F PGA
1.2
SM1
N/A
le
1
SIDS
1.026
Cv
1.357
Ground motion hazard analysis may be required. See ASCE/SEI
7-16 Section 11.4.8.
Data Accessed:
Wed Oct 11 2023
Date Source:
USGS Seismic Design
Maps
hftps:Hasce7hazardtool.online/ Page 2 of 3 Wed Oct 11 2023
Fiore Remodel
Structural Calculations
KEVIEW
RUCTURAL
2401 215th St SW, Edmonds WA - Structural Calculations
- 2 story residence; 2nd floor bathroom remodel
- 2x6 stud walls @ 16" o.c. bearing walls, 2x4 @ 16" non -bearing walls
- Hem fir stud walls, DF-L No 2 or better structural members, 24F-V4 DF/DF Glulam members
Gravity Load Distribution
Overhang := 2
1z:=32
wz := 24
11:= 48
wi :=32
Ld:= 12
wj := 40
hi:=8
wii1:= 12 • h1= 96
Psh := 25
Roof Sheathina Desian: Use unbalanced snow loads
- Limit snow load deflections to L/240
L, :=Psh = 25
t:= 0.594
Eply :=1000000
Iply := 0.084
sjoist:= 2
ds—.— Sjoist' 12 =0.1
240
5 • L, -' joist4 • 1728 = 0.107
piy 384•E I
pIY � piY
By: J. Conner, PE, SE
Lakeview Structural Engineering
Overhang (ft)
Length of 2nd floor (ft)
Width of 2nd floor (ft)
Length of 1 st floor (ft)
Width of 1st floor (ft)
Roof dead load (psf)
Floor live load (psf)
Height of walls (ft)
Weight of exterior walls (plf)
Roof snow load (psf)
Max total load to sheathing (psf)
Panel thickness (in)
Plywood stiffness (lb-in^2/ft)
Moment of inertia (in A4)
Joist spacing (ft)
Max allowable plywood deflection (in)
Max deflection under full snow loads (in)
Use 7/16" sheathing over trusses spaced 24" o.c.
Page 1
Fiore Remodel
Structural Calculations
KEVIEW
RUCTURAL
Exterior wall headers:
wh2 :_ (Ld+p h) • � w2 + Overhang = 518
lh2 := 3
2
M 12 wh2' 1h22 = 6993
h2:- 8
wh2 lh2
Vh2:= =777 2
dh2 := lh2 -12 = 0.075
480
Mhz _
She _ 9
700.1.15
1 5 • wh2.1h24 •1728 = 9
h2:-
384. 1.45. 106 • dh2
Uniform load to exterior walls (Ibs)
Total length of header (ft)
Max moment to header (in-Ibs)
Max beam shear (Ibs)
Limit deflections to L/360 (in)
Section modulus required (in A3)
MOI required (in^4)
Use (2) 2x6 headers over new openings
(I = 40 inA4, S = 15 in^3)
Cantilever floor framina
wh3:= (Ld+' ) • (1.333) = 69
Phi:_ (Ld+p h) • (1 + Overhang) • 1.33 + w, I.1.33 = 275.31
lh3 := 2.5
Mh3 '- _ ph3 �h3 - 12 wh3 1h3� + 12 • l 10859
G
Vh3 := wh3 - lh3 +ph3 = 449
dh3 := lh3 -12 = 0.063
480
_Mh3_
Sh3 : 12
900
Uniform load to joist (Ibs)
Total length of cantilever (ft)
Max moment (in-Ibs)
Max beam shear (Ibs)
Limit deflections to L/360 (in)
Section modulus required (in^3)
2x10 or larger joists OK for proposed cantilever (S = 21 in^3)
Extend min 6 feet in and marry to existing floor joists
Roof rafters
w,i:_ (La+psh) - (2) =74
1,� :=10.25
�•l ��
12•w rJ 1=11662
M,i:=
o 1rg=
V� :=
w`' 379
2
Sri := M,,J —11
900. 1.15
By: J. Conner, PE, SE
Lakeview Structural Engineering
Uniform load to joist (Ibs)
Total length of cantilever (ft)
Max moment (in-Ibs)
Max beam shear (Ibs)
Section modulus required (in^3)
W or larger roof rafters @ 24" o.c. (S = 13 in^3)
Page 2
Fiore Remodel
`JO! Structural Calculations
KEVIEW -
RUCTURAL
Lateral Analysis - Wind - ASCE 7-16 Ch 28: Simplified Procedure
IW:=1.0
Importance factor
pitch := 4
Roof rise in 12"
V3s:=110
3 second gust wind speed (mph)
Exp :_ "C"
Exposure C
1:=12
Building length without roof overhang (ft)
IV:=w2
Building width without roof overhang (ft)
OH:= Overhang =2
Typical roof overhang (ft)
h := hl = 8
Main floor wall height (ft)
hp:=21
Total building height to roof peak (ft)
h,.:=10.5
Mean roof height above flr (ft)
h,.00f:=4.75
Roof profile height (ft)
�:=1.0
Adjustment for building height -ASCE 7 Figure 28.6-1
Kl := O K2 :=1 K3 :=1
Topographic factors for wind speed-up effect - Figure 26.8-1
K,:= (1 +KI •K2•K3)z K,=1 Simplified design wind pressure for
structure zones A thru H - ASCE 7 fig 6-2
Ps30:= [ 25.4 —7.5 16.9 —4.3 —23.1 —16.6 —16.0 —11.9 ] (negative implies uplift)
Ps:—� •Kn- •Psso Adjusted design wind pressures for
zones A thru H
A B C D E F G H
Ps=[25.4 —7.5 16.9 —4.3 —23.1 —16.6 —16 —11.9]
al:=0.10•w a2:=0.4•h,, a3:=0.04•w
a :_
if a3<a2Aa3<al
a3
if a2<a3Aa2<al a=3 Width of Zones Aand B (ft)
11 a2
if a, <a2Aal <a3
11 al
if a1<3Va2<3Va3<3
11 3
By: J. Conner, PE, SE
Lakeview Structural Engineering
Page 3
t«
Trarmerse
V
Fiore Remodel
Structural Calculations
l orN,lkAnal
t,and.jp g„
Wind loading: Transverse
Wt:=PS •(2•a)•h+PS •(l—(2•a))•h+PS •(2•a)•(h,,,j)+PS •(l—(2•a))•(h,�.f)
0,0 2 0,2 2 0,1 0,3
WI=1622 Transverse load to roof diaphragm (Ibs)
Wtmi,, :=16 • l • 2 + 8 • I. h,,j-= 3264 Minimum load to diaphragm (Ibs)
Wind Loading: LLongitudinal
Wl',f:=PSo o • (2 • a) • 2 +PS012. (w — (2 • a)) • 2' = 2206.7 Longitudinal wind load to diaphragm (Ibs)
Wt,,,of:=max (Wt, W,.i,,, WlYoof) =3264 Design wind diaphragm load (Ibs)
Uplift
Wuprfr:=0.6 • (P0S5 • W— +0.6 • (12. 2) =-33 Max uplift (plf) at Zone IFminus 12 psf roof DL
2 l
Use Simpson SDWC15600 ea truss (OK for 257 plf uplift, 133 plf in plane, 85 plf out of plane)
Check out of plane loading on wall:
Rtop:=0.6 -PS h
• =41 Reaction at top of wall due to wind (plf)
°,z2
By: J. Conner, PE, SE
Lakeview Structural Engineering
SDWC hold down ok for 85 plf out of plane capacity
Page 4
Fiore Remodel
`JO! Structural Calculations
KEVIEW -
RUCTURAL
Lateral Analvsis - Seismic - ASCE 7-16. 12.8 Eauivalent Lateral Force Procedure
OC:=
2
Risk Category from Table 1.5-1 (residential)
Sds:=1.026
MCE ground motion 0.2 and 1.0 second
accelerations based on site location (g)
Shc :=
0.556
IE:=
1.0
Seismic Importance Factor from Table 1.5-2
DC:="D"
Seismic design category from 11.6-1 & 2
R := 6.5
Ct:=0.02 x:=0.75
T:=Cr•hx T=0.095
TL:=6
Cmax := if T < TL = 0.899
Shc • IE
T •R CS:=
if T>TL
Sd1 • TL • IE
f •R
Response Modification factor Table 12.2-1 (Light
frame wood walls)
Parameters used to calc fundamental period -
Table 12.8-2
Approximate Fundamental Period (sec)
Long -period transition period, sec (Fig.22-12)
Maximum Value of response coefficient
if Sds•IE <Cmax =0.158
R
Sds • IE
R
else
Cmax
C,ni,, := 0.044 • Sds • IE = 0.045
R,v:=(12)•(w+2.OH) •(1+2.OH) =12096
W,,,:=12•(2•w+2•1)•h=10752
V'00j— CS • �R_ + W„ = 2758
2
Vb... := CS • (R. + W,,,) = 3606
Seismic Response Coefficient
Minimum response coeff.
Roof +snow weight for 12 psf DL (Ibs)
Approx weight of walls (Ibs)
Seismic load to roof level (Ibs)
Seismic base shear (Ibs)
Check both wind and seismic conditions for roof diaphragm and shear walls
By: J. Conner, PE, SE
Lakeview Structural Engineering
Page 5
Fiore Remodel
Structural Calculations
KEVIEW
RUCTURAL
Roof Diaphragm: SDPWS 2015 Table 4.2C Unblocked Diaphragms
0.6 • Wtroof =
vtroof:= 41 Wind diaphragm shear (plf)
G • W
o 0.7 • Vroof,
Vsro= 40
f`= 2•w
Seismic diaphragm shear (plf)
Use 7/16" sheathing grade panels, 8d nails @ 6" o.c. at panel edges, 12" o.c. field. OK for 230 plf
Simpson SDWC15600 truss screw OK for 133 plf in plane shear transfer.
At gable ends, use A34 @ 60" o.c., OK for 96 plf
Shear Walls: Perforated shear walls AFPA special provisions. 4.3
¢d:=0.5 ASD reduction factor per 4.3.3
2nd floor end wall
11.1:=w=24
19 _ 0.792
11.1
0.6 • (0.5 W,,,, )
vzlW�= — 52
11.1•P1.1
Total length of wall (ft)
Percent of full -height sheathing
Uniform Shear load to wall (plf)
0.7 • (0.5 V,."�
VI.I':= t =51 Uniform Shear load to wall (plf)
11.1•P1.1
Co1.I = 0.90 Capacity adjustment factor
VI. Icap :_ Od • Col.I • 520 = 234
3/8 sheathing,8d nails @ 6" o.c. at panel edges, OK for 234 plf
0.6 • (0.5 Wt)
v11i,,�:= roo f— 57 Max transfer to foundation (plf)
11.1 •PI.1 • Co1.1
Check Chord Forces at panels:
wl l :=12 • hl • 111=2304 Weight of wall (Ibs)
0.6 • (0.5 WAY ,f) • h, Tension/Compression in panel
TC11:= — 0.6.0.5 • w11= —233 11.1 •Pzl ' Col.l chords (Ibs) (0.6 for ASD)
No net uplift, Additional hold downs not required
Use A34 @ 24" o.c., floor blocking to 1 st floor top plate. OK for 240 plf
No modifications to other shear walls. OK by inspection.
No modifications to foundation required
By: J. Conner, PE, SE
Lakeview Structural Engineering